HomeMy WebLinkAboutSubsoil StudyHuddleston-Berry
Engineering & Testing, LLC
2789 Riverside Parkway
Crrand Junction, Colorado 81501
Phone: 970-255-8005
Info@Jruddlestonberry. com
March 31,2022
Project#02434-0001
RËöEIVED
Mr. Travis Ruonavaara
1337 E 8ú Street
Rifle, Colorado 81650
Subject:
Dear Mr. Ruonavaara,
This letter presents the results of a geotechnical investigation conducted by Huddleston-Berry
Engineering & Testing, LLC (HBET) for Parcel 212728t00382 in Garfield County, Colorado.
The site location is shown on Figure 1. The proposed construction is anticipated to consist of a
new single-family residence. The scope of our investigation included evaluating the subsurface
conditions at the site to aid in developing foundation recommendations for the proposed
construction.
Site Conditions
At the time of the investigation, the site was open and undulating. Vegetation consisted
primarily of weeds, grasses, and small to large bushes and trees. The site was bordered to the
north and west by open land, and to the east and south by vacant lots.
Subsurface Investieation
The subsurface investigation included three test pits as shown on Figure 2 - Site Plan. The test
pits were excavated to depths of between 4.0 and 8.0 feet below the existing ground surface.
Typed test pit logs are included in Appendix A.
As indicated on the logs, the subsurface conditions at the site were fairly consistent. The test pits
encountered 1.0 foot of topsoil above tan, moist, stiff sandy lean clay with gravel, cobble, and
boulder soils to the bottoms of the excavations. Groundwater was not encountered in the
subsurface at the time of the investigatìon.
Laboratorv Testins
Laboratory testing was conducted on samples of the native soils encountered in the test pits. The
testing included grain size analysis, Atterberg limits determination, natural moisture content
determination, and maximum dry density and optimum moisture content (Proctor) determination.
The laboratory testing results are included in Appendix B.
Geotechnical Investigation
Pa¡cel 212728100382
Garfield County, Colorado
Þ.'4A,Y 1 2 ?Û??
GARFIELD CÕUNTY
TOMITUNITY DEVELOPMENT
Parcel212728100382
#02434-OO0l
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Húddleston-Befly
The laboratory testing results indicated that the native clay soils are moderately plastic. In
general, based upon the Atterberg limits and our experíence with similar soils in the vicinity of
the subject site, the native clay soils are anticipated to be slightþ expansive.
Foundation Recommendations
Based upon the results of the subsurface investigation and nature of the proposed construction,
shallow fotrndations are recoûtmended. Spread footings and monolithic (turndown) structural
slabs are both appropriate foundation alternatives. However, as discussed previously, the native
soils are anticipated to be slightly expansive. Therefore, in order to provide a stable bearing
stratum and limit the potential for excessive differential movements, it is recommended that the
foundations be constructed above a minimum of 24-inches of structural fiIl.
Due to their plasticity, the native soils are not suitable for reuse as structural fill. Imported
structural fill should consist of a granular, non-expansive, non-free draìnins material approved
by HBET.
For spread footing foundations, the footing areas may be trenched. However, for monolithic slab
foundations, the structural fill should extend across the entire building pad area to a depth of 24-
inches below the turndown edges. Structural fìll should extend laterally beyond the edges of the
foundation a distance equal to the thickness of structural fill.
Prior to placement of structural fill, it is recommended that the bottom of the foundation
excavation be scarified to a depth of 6 to 9 inches, moisture conditioned, and compacted to a
minimum of 95Yo of the standard Proctor maximum dry density, within *.2o/o of the optimum
moisture content as determined in accordance with ASTM D69S. Structural fill should be
moisture conditioned, placed in maximum 8-inch loose lifts, and compacted to a minimum of
95Yo of the standard Proctor maximum dry density for fìne grained soils and 90Yo of the modified
Proctor maximum dry density for coarse grained soils, within + 2Yo of the optimum moisture
content as determined in accordance with ASTM D698 and D1557, respectively.
Structural fill should be extended to within O.l-feet of the bottom of the foundation. No more
than O.1-feet of gravel should be placed below the footings or turndown edge as a leveling
course.
For structural fill consisting of approved imported granular materials and foundation building
pad preparation as recommended, a maximum allowable bearing capacity of 1,500 psf may be
used. In addition, a modulus of 200 pci may be used for approved imported structural fill
materials. Foundations subject to frost should be at least 36-inches below the finished grade.
Any stemwalls or retaining walls should be designed to resist lateral earth pressures. For backfïll
consisting of the native soils or imported granular, non-free draining, non-expansive material, we
.eco*metrd that the walls be designed for an active equivalent fluid unit weight of 55 pcf in
areas where no surcharge loads are present. An at-rest equivalent fluid unit weight of 75 pcf is
recommended for braced walls. Lateral earth pressures should be increased as necessary to
reflect any surcharge loading behind the walls.
IV'ater soluble sulfates are coîrmon to the soils in Western Colorado. Therefore, at a minimum,
Type I-II sulfate resistant cement is recommended for construction at this site.
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Parcel212728100382
#02434-0001
03/3U22
Huddleston-Beffy
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Non-Structural Floor Slab and Exterior Flatwork Recommendations
In order to reduce the potential for excessive differential movements, it is recommended that
non-structural floating floor slabs be constructed above a minimum of 24-inches of structural fill
with subgrade preparation, structural fill materials, and fill placement be in accordance with the
Foundation Recommendations section of this report. It is recommended that exterior flatwork be
constructed above a minimum of 12-inches of structural fill.
Drainage Recommendations
Gradínp and draínase aÍe crìtícal for lons-term nerformance of the structure and grading
around the structure should be designed to carry precipitation and runoff away from the
structure. It is recommended that the finished ground surface drop at least twelve inches within
the first ten feet away from the structure. It is also recommended that landscaping within five
feet of the structure include primarily desert plants with low water requirements. In addition, it
is recommended that irrigation, including drip lines, within ten feet of foundations be minimized.
HBET recommends that downspout extensions be used which discharge a minimum of 15 feet
from the structure or beyond the backfill zone, whichever is greater. However, if subsurface
downspout drains are utilized, they should be carefully constructed of solid-wall PVC and should
daylight a minimum of 15 feet from the structure. In addition, an impermeable membrane is
recommended below subsurface downspout drain lines. Dry wells should not be used.
In order to limit the potential for surface water to impact the structure, a perimeter foundation
drain is recommended. In general, the perimeter foundation drain should consist of prefabricated
drain materials or a perforated pipe and gravel system with the flowline of the drain at the
bottom of the foundation (æ the highest point). The prefabricated drain materials or gravel
should extend along basement walls to within 36-inches of the finished grade. The perimeter
drain should slope at a minimum of 1.0o/o to daylight or to a sump with pump. The drain should
also include an impermeable membrane at the base to limit the potential for moisture to infiltrate
vertically down below the foundations.
General Notes
The recommendations included above are based upon the results of the subsurface investigation
and on our local experience. These conclusions and recommendations are valid only for the
proposed construction.
As discussed previously, the subsurface conditions encountered in the test pits were fairly
consistent. However, the precise nature and extent of any subsurface variability may not become
evident until construction. As a result, it is recoÍìmended that HBET provide construction
materials testing and engineering oversight during the entire construction process.
aJ2:\2008 ALL PROJECTS\02434 - Tmvis Ruomvrua\02434{001 Prcel 212728100382U00 - Geo\02434-0001 LR033l22.doc
Parcel2l2728l00382
#02434-0001
03131/22 @ Huddleston-Berry
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It ís ìmnortant to note thøt the recommendøtions herein are íntended to reduce the rßk of
structural movement ond/or damagq to desrees. associated wìth volum¿ chanpe of the
natíve soíls. However. HBET cønnot predìct long-term chanees ìn subsurface moìsture
condítìons and/or the orecße mssnítude or ætent of volume chanse. Where sìsnífrcant
ìncreases ìn subsurface moßture occur dae to poor grading. ìmntooer stormwøter
management. ulilìtv line faìlure. excess írrípation. or other cause. eíther duríng constructìon
or the result of actíons of the oropertv owner. severøl ìnches of movement arc oossíble. IJ
øddítìon. anv faíIure to complv wìth the ¡ecommendatí.ons ín thìs report releøses Huddleston-
Berrv Eneíneerìng & Testíne. LLC of anv liøbilìtv reìth reeørd lo the structure performilnce.
We are pleased to be of service to your project. Please contact us if you have any questions or
comments regarding the contents of this report.
Respectfully Submitted :
Huddleston-Berry Engineering and Testing, LLC
Michael A. Berry, P.E.
Vice President of Engineering
3 010
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4Z:U008 ALL PROJECTS\02434 - Travis Rumavæ\02434-0001 Pæcel 212728100382\200 - Geo\02434-0001 LR033l22,doc
FIGURES
G)qPublic.hêt'" Garfield County, CO
Location
Date qeaþd:2J!412022
Last Data U pbade d: V L4/ 2022 2o/.ß3 AM FIGT]RE T
Site Location Mapoeveroned bv¡[_) p."åtgtBldçt
G)qPublic.hêt"'' Garfield County, Co
DatF- created:3/412022
Lâst Dâta úpbaded: 3/4/2O22 3:49:55 AM
Deve roned bv(¡l F,.å,¿lgdçl
FIGURE 2
Site Plan
APPEIïDIX A
Typed Test Pit Logs
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APPENDD( B
Laboratory Testing Results
Huddleston-Berry Engineering & Testing, LLC
2789 Rivenide Parkway
C¡rand Jr¡nction, CO 81501
970-255-8005
GRAIN SIZE DISTRIBUTION
CLIENT TravisRuonavaara PRO.TECT I{AME Parcel 212728100382
PRo.JECT NUMBER 02434-OOO1 PROIECT LOCATION Garfield Countv. CO
U,S. SIEI/E OPENING IN INCHES I U.S. SIËVE NUMBERS6 810 1416 20 30 40 50 60 100140
HYDROMETER4 3 21.5 '.t3t4 3
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t¡Jz
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100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
100 10 1
GRAIN SIZE IN MILLIMETERS
0.0.001
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COBBLES GRAVEL SAND SILT OR CLAY
coarse fine c,oarse medium fine
Specimen ldentification Classification LL PL PI Cc Cu
o TP-t, GB-t 2t14 SANDY LEAN CLAY(CL)36 17 l9
Specimen ldentification D100 D60 D30 D10 ToGravel %Sand o/oSilt o/oClay
o TP-í, GB-t 2t14 12.6 0.6 36_l 63.5
Huddleston-Berry F.ngineering ft lsstine Lrc
2789 Riverside Parkway
C¡rand Jr¡nction, CO 81501
970-255-8005
ATTERBERG LIMITS' RESULTS
CLIENT TravisRuonavaara PRO.TECT NAME Parcel 212728100382
PRO'ECT NUI'BER O24U.OOO1 PRO.TECT LOCATION Garfield County. CO
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LIQUID LIMIT
Specimen ldentification LL PL PI #200 Classification
a TP-í, cB-l 2/14 36 17 t9 53 SANDY LEAN CLAY(CL)
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Huddleston-Berry F-ngineering & Testing, LIC
2789 Riverside Parkway
C¡rand Junction, CO 81501
970-255-8005
MOISTURE-DENSITY RELATIONSHI P
PRq'ECT NUiIBER O2434{OO1 PRû|ECT LOCATION Garfield County. CO
PRO.'ECÍ NAME Pa¡æ|212728100382CLIENT TravisRuonavaara
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Sample Date:
Sample No.:
Source of Material:
Description of Material:
2t14t2022
28
145 TP.I, GB.I
sANpY LEANCLAY(CL)
Test Method (manual):ASTM D698A
't40
135 TEST RESULTS
Maximum Dry Density 106.6 FCF
Optimum Water Content 18-O o/o
130
125
GRADATTON RESULTS (% PASS|NG)
#200 H 3t4"
63 100 100
()
o-tF
-nzlrlo
É.o
ATTERBERG LIN'ITS
1 20
LL PL PI
36 17 t9
115
Curves of 100o/o Saturation
for Specific Gravity Equal to:
110
2.80
2.70
2.60
105
100
95
90
5 15
WATER CONTENT, %
0 10 20 25 30